CN111042121B - Construction method of bored backfill end pile foundation - Google Patents
Construction method of bored backfill end pile foundation Download PDFInfo
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- CN111042121B CN111042121B CN201911328963.3A CN201911328963A CN111042121B CN 111042121 B CN111042121 B CN 111042121B CN 201911328963 A CN201911328963 A CN 201911328963A CN 111042121 B CN111042121 B CN 111042121B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/34—Concrete or concrete-like piles cast in position ; Apparatus for making same
- E02D5/38—Concrete or concrete-like piles cast in position ; Apparatus for making same making by use of mould-pipes or other moulds
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/08—Improving by compacting by inserting stones or lost bodies, e.g. compaction piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/48—Piles varying in construction along their length, i.e. along the body between head and shoe, e.g. made of different materials along their length
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
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- Mining & Mineral Resources (AREA)
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- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Agronomy & Crop Science (AREA)
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- Soil Sciences (AREA)
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Abstract
The invention relates to a drill hole backfill end bearing pile foundation and a construction method thereof, wherein the construction method comprises the following steps: s1, forming pile holes on the ground, wherein the formed pile holes are gradually reduced in a step shape from top to bottom; s2, placing a plurality of guide rings in the pile hole, wherein the guide rings are respectively arranged at the step connection positions of the pile hole, and the inner walls of the guide rings are obliquely arranged from top to bottom; s3, placing a steel casing into the pile hole, wherein the outer diameter of the steel casing is equal to the minimum cross-sectional dimension of the pile hole; s4, backfilling broken stones between the steel pile casing and the inner wall of the pile hole; s5, pouring cement mixture into the steel casing, wherein the filling height of the cement mixture in the steel casing is not more than three quarters to four fifths of the height of the steel casing, and hammering the cement mixture into the steel casing before solidification to drive a precast pile body; s6, after the cement mixture in the steel pile casing is solidified, backfilling and compacting soil in the steel pile casing and between the steel pile casing and the pile hole.
Description
Technical Field
The invention relates to the technical field of building foundation construction, in particular to a construction method of a bored backfill end bearing pile foundation.
Background
The concrete pile foundation is widely applied to various civil engineering fields as a common foundation form, no matter the concrete pile foundation is a cast-in-situ bored pile or a precast pile constructed by hammering or static pressure, a large number of experiences and success cases are accumulated after the concrete pile foundation is applied by engineering practice for many years at home and abroad, and the foundation form is proved to be technically mature and has remarkable advantages compared with other foundation types.
In recent years, under special geological conditions in some regions, due to the fact that the stratum above the supporting rock stratum has certain strength, common hammering or static pressure construction cannot enable the precast pile to penetrate through the bottom layers to reach an ideal supporting rock stratum, or the top surface of the supporting rock stratum is inclined to a certain degree, so that pile ends slide easily to further affect building safety, and the application of the precast pile is greatly affected under the conditions. At present, a type of precast pile concrete-coated combined pile foundation is formed in the industry by a method of firstly drilling holes and then implanting precast piles, the unfavorable geological conditions are overcome by the pile foundation, the bearing capacity of the pile foundation is improved, and the pile foundation has the advantages of no damage to a pile body, no soil squeezing effect, no noise and vibration, easiness in realizing pile implantation of large-diameter precast piles and the like in the construction process, so that the application prospect is wide.
The existing Chinese patent application with reference to the publication number CN105780766A discloses a drilled backfill end bearing pile foundation and a construction method thereof: the pile foundation consists of pile holes, a precast pile body, a cement mixture hardened layer and a pile periphery backfill layer. The construction method comprises the following steps: positioning and drilling to the bottom of the hole to be close to or partially go deep into the bearing rock stratum; injecting cement mixture with preset thickness into the pile hole; backfilling the residual pile holes; before the mixture is coagulated, hammering and pile sinking are carried out at the center of the backfilled pile hole, so that the pile body penetrates through the backfill layer and the cement mixture filling layer and is embedded in the holding rock stratum in a squeezing mode. The pile foundation can penetrate through rock strata which is difficult to penetrate by directly hammering and sinking piles and prevent pile tips from sliding; the cement mixture can reinforce the damaged bearing layer to increase the bearing capacity and prevent the upper water from permeating and softening the bearing layer; the backfill layer can be compacted and provide restraint to the pile body when the pile is sunk. The method is suitable for strong and medium weathered mudstone and sandstone bearing layers, and particularly suitable for complex geology with thick interlayer, more boulders, easy collapse of mechanical pore-forming, large fluctuation of the bearing layer, steep gradient and easy softening in water.
The above prior art solutions have the following drawbacks: above-mentioned end bearing pile basis is backfilled in drilling is when the construction owing to pour into cement mixture in the stake hole to squeeze into the precast pile body before the cement mixture solidifies, the precast body does not obtain effectual location, and the slope phenomenon appears in the precast pile body very easily, and the construction precision that leads to the precast pile body is relatively poor.
Disclosure of Invention
The invention aims to provide a construction method of a drilling backfill end bearing pile foundation, which can improve the construction precision of a precast pile body.
The technical purpose of the invention is realized by the following technical scheme:
a construction method of a bored backfill end bearing pile foundation comprises the following steps:
s1, forming pile holes on the ground, wherein the formed pile holes are gradually reduced in a step shape from top to bottom;
s2, placing a plurality of guide rings in the pile hole, wherein the guide rings are respectively arranged at the step connection position of the pile hole, the thickness of the guide rings is consistent with the step width of the pile hole, and the inner wall of each guide ring is inclined from top to bottom
Setting;
s3, placing a steel casing into the pile hole, wherein the steel casing is communicated up and down, and the outer diameter of the steel casing is equal to that of the pile hole
The minimum cross-sectional dimensions are equal;
s4, backfilling broken stones between the steel pile casing and the inner wall of the pile hole;
s5, pouring cement mixture in the steel casing, wherein the filling height of the cement mixture in the steel casing is three-fourth to four-fifths of the height of the steel casing, and hammering the cement mixture to the steel casing before solidification
Driving a precast pile body into the pile casing;
and S6, after the cement mixture in the steel casing is solidified, backfilling and compacting the soil in the steel casing and between the steel casing and the pile hole.
Through the technical scheme, when the construction is carried out, after the stepped pile hole is drilled out on the ground, the guide ring is placed at the step position of the pile hole, then the steel casing is placed at the in-process, the inclined inner wall of the guide ring can play a guiding role for the steel casing, so that the steel casing is placed more smoothly, and after the steel casing is completely placed, because the outer diameter of the steel casing is equal to the minimum cross-sectional dimension of the pile hole, the verticality can be guaranteed after the steel casing is placed, and the accuracy of the steel casing after being placed is improved. Fill into the rubble in the space between steel pile casing and stake hole after that, can form restriction and fixed with steel pile casing through the rubble, improve restriction and fixed effect to steel pile casing, then continue to pour into the cement mixture in steel pile casing, the precast pile body is driven into in steel pile casing before the cement mixture solidifies, steel pile casing can play effectual guide effect to the precast pile body, and steel pile casing intensity is higher, it is fixed with steel pile casing through the cement mixture after solidifying after the installation of precast pile body, thereby make the stability of precast pile body higher. Compared with the mode of directly pouring cement in the pile hole and then piling, the method has the advantages that the steel pile casing is firstly guided and installed, and then the prefabricated pile body is guided by the steel pile casing, so that the installation accuracy of the prefabricated pile body is greatly improved.
The present invention in a preferred example may be further configured to: the bottom of the steel casing is in a reduced shape, and in step S5, the precast pile body is driven into the steel casing and the bottom end of the precast pile body reaches the minimum reduced size of the steel casing.
Through the technical scheme, when the precast pile body is driven into the steel pile casing, the inner diameter of the steel pile casing is larger than the section size of the precast pile body, at the moment, when the precast pile body is driven into the steel pile casing, the precast pile still can be in an inclined state, the vertical construction precision of the precast pile body is not high enough, but the bottom end of the steel pile casing is set into a necking shape, after the precast pile body is driven into the steel pile casing completely, the necking bottom end of the steel pile casing can further limit and guide the precast pile body, and the vertical precision of the precast pile body during construction is further improved.
The present invention in a preferred example may be further configured to: in step S4, soil is backfilled between the pile hole and the steel casing to a depth equal to the height of the bottom step of the pile hole, and then crushed stone is backfilled to the top hole opening of the pile hole.
Through the technical scheme, because the stake hole is from last to being the echelonment setting down, consequently the bottommost cross sectional dimension in stake hole is minimum, protect a section of thick bamboo with the steel and insert the back, the bottom of protecting a section of thick bamboo and the bottommost inner wall in stake hole are less between the clearance, if directly drop into the rubble this moment, can't protect intermittent type packing between a section of thick bamboo surface with the steel with the stake hole bottommost inner wall, consequently, backfill soil earlier for can fill the back between the bottommost ladder inner wall in stake hole and the steel protects a section of thick bamboo, refill the rubble, can improve the location effect to a steel protects a section of thick bamboo, and then make the construction stability of a steel protection section of thick bamboo higher, also make the construction stability of precast pile body higher simultaneously.
The present invention in a preferred example may be further configured to: the outer wall of the steel casing is fixedly provided with a plurality of pull rods which incline downwards, and the pull rods are respectively arranged on the steps at the bottommost end of the pile hole of the steel casing.
Through above-mentioned technical scheme, the outer wall of steel protects a section of thick bamboo is fixed to set up many pull rods that incline to the downside, consequently after protecting a section of thick bamboo with the steel and inserting a stake hole and backfill soil and rubble between steel protects a section of thick bamboo and a stake hole, the pull rod can with backfill soil and the rubble contact, and support a section of thick bamboo through the pull rod to the steel protects, and the steel protects a section of thick bamboo and the increase of area of contact of backfill soil and rubble, stress point increase, make the stability after the construction of steel protects a section of thick bamboo strengthen greatly.
The present invention in a preferred example may be further configured to: a plurality of communicating holes which are communicated from inside to outside are formed in the circumferential surface of the steel casing, and when cement mixture is poured into the steel casing in step S5, the cement mixture overflows from the communicating holes into the pile hole.
Through above-mentioned technical scheme, when empting the cement mixture in protecting a section of thick bamboo to the steel, the cement mixture can follow the intercommunicating pore and spill over, the clearance at the metalling can be filled to the cement mixture that spills over, make the steel protect a section of thick bamboo stability in the stake hole higher after the cement mixture solidifies, and when throwing into the steel with the precast pile body through the hammering inside protecting a section of thick bamboo, the cement mixture that can extrude in the steel protects a section of thick bamboo overflows through the intercommunicating pore, improve the closely knit degree that the rubble was filled on the one hand, on the other hand also can reduce the resistance of precast pile body construction, improve the construction convenience.
The present invention in a preferred example may be further configured to: the communicating hole is obliquely arranged.
Through above-mentioned technical scheme, the intercommunicating pore sets up for the slope, and cement mixture can spill over along the intercommunicating pore of slope, treats that cement mixture solidifies the back, can protect a section of thick bamboo and pile hole intussuseption with the steel to form a body coupling with rubble and soil etc. of intussuseption, has further improved the support effect to a steel protects a section of thick bamboo.
The present invention in a preferred example may be further configured to: and a hoisting ring is fixedly welded at the position of the outer wall at the top end of the steel casing, and in the step S3, when the steel casing is placed in the pile hole, a hoisting tool is used for hoisting the hoisting ring to place the steel casing.
Through above-mentioned technical scheme, when putting into the stake downthehole with the steel casing, can utilize lifting device to hang the hoisting ring to put into the stake downthehole with the steel casing, improved the convenience that the stake was put into to the steel casing.
The present invention in a preferred example may be further configured to: the height of the precast pile body is larger than the depth of the pile hole, and after the step S6, the part of the precast pile body extending out of the ground is cut off.
Through above-mentioned technical scheme, the height of precast pile body is greater than the stake hole degree of depth for when precast pile body construction, the precast pile body is convenient for deepen the stake hole completely, has improved the convenience of precast pile body construction.
In conclusion, the beneficial technical effects of the invention are as follows:
1. the pile hole is arranged in a step shape, the steel pile casing is firstly placed in the step-shaped pile hole, then the cement mixture is injected into the steel pile casing and then the steel pile casing is driven into the precast pile body, so that the perpendicularity of the precast pile body is more accurate, and the construction precision is higher;
2. the guide ring with the inner wall obliquely arranged downwards is arranged at the step of the pile hole, so that the steel casing can be more smoothly placed, and the construction precision of the steel casing is higher;
3. through seting up the intercommunicating pore of slope on the steel protects a section of thick bamboo for it is more smooth and easy when squeezing into the precast pile body in the steel protects a section of thick bamboo, and the steel protects a section of thick bamboo and pile downthehole rubble, integration nature such as soil stronger, and the filling compactness degree around the steel protects a section of thick bamboo is higher, and then has improved intensity and stability behind the precast pile body construction higher.
Drawings
Fig. 1 is a schematic cross-sectional structure diagram of the present embodiment.
Reference numerals: 1. pile holes; 2. a guide ring; 3. a steel casing; 31. a pull rod; 32. a communicating hole; 33. hoisting a ring; 4. the precast pile body.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings.
A construction method of a bored backfill end bearing pile foundation is shown in a combined figure 1 and comprises the following steps:
s1, drilling a pile hole 1 on the ground, wherein the size of the drilled pile hole 1 is gradually reduced in a step shape from top to bottom;
s2, placing a plurality of guide rings 2 in the pile hole 1, wherein the guide rings 2 are placed from bottom to top, each guide ring 2 is arranged on the step surface of the pile hole 1, and the inner walls of the guide rings 2 are arranged in a necking inclined shape from top to bottom;
s3, placing the steel casing 3 in the pile hole 1, wherein when the steel casing 3 is placed, the bottom end of the steel casing 3 can be inserted downwards along the inclined inner wall of the guide ring 2, so that the placement of the steel casing 3 can be effectively guided, the steel casing 3 can be more smoothly placed, the bottommost end of the steel casing 3 is in a necking shape, and the distance between the outer surface of the minimum necking size part of the steel casing 3 and the inner wall below the step surface of the bottommost end of the pile hole 1 is 5cm-10 cm;
s4, after the steel pile casing 3 is lowered, firstly backfilling a part of soil between the outer wall of the steel pile casing 3 and the inner wall of the pile hole 1, wherein the height of the backfilled soil is the step surface which is submerged at the bottommost end of the pile hole 1, then continuously filling broken stones into the pile hole 1, so that the broken stones are filled in the whole pile hole 1, and a plurality of pull rods 31 which are inclined downwards are fixedly arranged on the outer surface of the steel pile casing 3, so that the broken stones can be contacted with the pull rods 31 when backfilled, the supporting effect on the steel pile casing 3 is improved, a plurality of communication holes 32 which are inclined are formed in advance in the steel pile casing 3, and the communication holes 32 can be inclined downwards or inclined upwards, or half of the communication holes are inclined upwards and half of the communication holes are inclined downwards; the hoisting ring 33 is fixedly arranged at the top end of the steel casing 3, and the hoisting ring 33 can be hoisted by a hoisting tool to slowly lower the steel casing 3 in the process of lowering the steel casing 3, so that the smoothness below the steel casing 3 is improved;
s5, injecting cement mixture into the steel casing 3, wherein the depth of the cement mixture in the steel casing 3 is three-quarters to four-fifths of the height of the steel casing 3, then continuously backfilling soil into the steel casing 3, and part of the cement mixture in the steel casing 3 overflows along the communication hole 32 and is filled in a gravel gap in the pile hole 1;
s6, aligning the precast pile body 4 to the center of the steel pile casing 3, and driving the precast pile body 4 into the steel pile casing 3 by using a hammering mode before the cement mixture in the steel pile casing 3 is solidified, wherein the precast pile body 4 extrudes the cement mixture in the steel pile casing 3 to overflow from the communication hole 32 while entering the steel pile casing 3, so that the gap between broken stones in the pile hole 1 is further filled, the downward moving smoothness of the precast pile body 4 is improved, and the bottom of the steel pile casing 3 is in a necking shape, so that when the precast pile body 4 is downward moved to the bottom of the steel pile casing 3, the limiting effect of the steel pile casing 3 on the precast pile body 4 can be improved, and the construction precision of the precast pile body 4 is improved;
s7, after the cement mixture in the steel pile casing 3 is solidified, soil is backfilled at the top end of the pile hole 1 and compacted, and finally the part of the precast pile body 4 higher than the ground is cut off.
In this application, utilize echelonment stake hole 1 and guide ring 2 to guide the construction of transferring of steel pile casing 3, recycle steel pile casing 3 and guide the construction of transferring of precast pile body, thereby make the work progress accuracy of precast pile body 4 higher, and after the construction, the cement mixture of precast pile body 4 inside can spill over to the rubble clearance in stake hole 1 from intercommunicating pore 32, thereby it is stronger to protect the wholeness of the rubble in section of thick bamboo 3 and the stake hole 1 with steel, the supporting effect of pull rod 31 to steel pile casing 3 is being cooperated, the stability of steel pile casing 3 has further been improved, and then the construction stability and the vertical construction precision of precast pile body 4 have been improved.
The embodiments of the present invention are preferred embodiments of the present invention, and the scope of the present invention is not limited by these embodiments, so: all equivalent changes made according to the structure, shape and principle of the invention are covered by the protection scope of the invention.
Claims (8)
1. A construction method of a bored backfill end bearing pile foundation is characterized by comprising the following steps:
s1, forming a pile hole (1) on the ground, wherein the formed pile hole (1) is gradually reduced in a step shape from top to bottom;
s2, placing a plurality of guide rings (2) in the pile hole (1), wherein the guide rings (2) are respectively arranged at the step connection position of the pile hole (1), the thickness of each guide ring (2) is consistent with the step width of the pile hole (1), and the inner wall of each guide ring (2) is obliquely arranged from top to bottom;
s3, placing the steel pile casing (3) into the pile hole (1), wherein the steel pile casing (3) is vertically communicated, and the outer diameter of the steel pile casing (3) is equal to the minimum cross-sectional dimension of the pile hole (1);
s4, backfilling broken stones between the steel pile casing (3) and the inner wall of the pile hole (1);
s5, pouring cement mixture into the steel casing (3), wherein the filling height of the cement mixture in the steel casing (3) is three-quarters to four-fifths of the height of the steel casing (3), and before the cement mixture is solidified, hammering the cement mixture into the steel casing (3) to drive a precast pile body (4);
s6, after the cement mixture in the steel casing (3) is solidified, backfilling and compacting the soil in the steel casing (3) and between the steel casing (3) and the pile hole (1).
2. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: the bottom of the steel pile casing (3) is in a necking shape, and in step S5, the precast pile body (4) is driven into the steel pile casing (3) and the bottom end of the precast pile body (4) reaches the minimum necking size of the steel pile casing (3).
3. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: in step S4, soil is backfilled between the pile hole (1) and the steel casing (3) to a depth equal to the height of the bottom step of the pile hole (1), and then crushed stone is backfilled to the top opening of the pile hole (1).
4. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: the outer wall of the steel pile casing (3) is fixedly provided with a plurality of pull rods (31) which incline downwards, and the pull rods (31) are respectively arranged on the steel pile casing (3) above the steps at the bottommost end of the pile hole (1).
5. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: a plurality of communicating holes (32) which are communicated from inside to outside are formed in the circumferential surface of the steel casing (3), and when the cement mixture is poured into the steel casing (3) in step S5, the cement mixture overflows from the communicating holes (32) into the pile hole (1).
6. The construction method of a bored backfill end support pile foundation according to claim 5, wherein: the communication hole (32) is arranged obliquely.
7. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: and a hoisting ring (33) is fixedly welded at the position of the outer wall of the top end of the steel casing (3), and in the step S3, when the steel casing (3) is placed in the pile hole (1), a hoisting tool is used for hoisting the hoisting ring (33) so as to place the steel casing (3).
8. The construction method of a bored backfill end support pile foundation according to claim 1, characterized in that: the height of the precast pile body (4) is larger than the depth of the pile hole (1), and after the step S6, the part of the precast pile body (4) extending out of the ground is cut off.
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| CN201911328963.3A CN111042121B (en) | 2019-12-20 | 2019-12-20 | Construction method of bored backfill end pile foundation |
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| CN114875899B (en) * | 2022-06-11 | 2024-05-31 | 一山(北京)岩土工程有限公司 | Hard stratum pore-forming pile-forming construction process |
| CN115162425B (en) * | 2022-06-29 | 2024-06-11 | 广东湾区交通建设投资有限公司 | Rock mass bearing capacity testing method and system under geological conditions of large burial depth and high water level |
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| KR100657176B1 (en) * | 2004-07-08 | 2006-12-13 | 석운엔지니어링 주식회사 | Extracting casing after lower part curing type cast-in-place pile method |
| CN201713811U (en) * | 2010-03-17 | 2011-01-19 | 长沙理工大学 | Stepped cone-shaped pile foundation applicable to karst regions |
| CN201649077U (en) * | 2010-04-15 | 2010-11-24 | 中国水电顾问集团华东勘测设计研究院 | Variable-pile-diameter single pile foundation |
| CN102518133B (en) * | 2011-12-15 | 2015-05-20 | 昆明理工大学 | Pile sinking method for prestress hollow pipe piles by aid of follow-up sleeve |
| CN206034430U (en) * | 2015-06-25 | 2017-03-22 | 昆明捷程桩工有限责任公司 | Single pile reducing inlays rock secant pile |
| CN208545746U (en) * | 2018-07-03 | 2019-02-26 | 福建大力新型建材科技有限公司 | A kind of environmental type PHC tubular pole |
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